CN113293758A - Construction method for integrally pouring prestressed pipe pile by using one-piece pile cap - Google Patents
Construction method for integrally pouring prestressed pipe pile by using one-piece pile cap Download PDFInfo
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- CN113293758A CN113293758A CN202110544237.6A CN202110544237A CN113293758A CN 113293758 A CN113293758 A CN 113293758A CN 202110544237 A CN202110544237 A CN 202110544237A CN 113293758 A CN113293758 A CN 113293758A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
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Abstract
The invention relates to a construction method for integrally pouring a prestressed pipe pile by using a connected pile cap, which comprises the following construction steps of: 1) construction preparation; 2) constructing the tubular pile; 3) annularly cutting off the pile top; 4) laying a pile cap reinforcement cage; 5) erecting a pile cap template; 6) and pouring concrete into the pile cap. The invention has the beneficial effects that: the driving direction of the tubular pile is controlled by the guide sleeve, and the stability of the guide sleeve can be improved by means of a pipe side pressure weight body and supporting plate anchor bars; the built-in supporting pressing plate and the built-in vertical rod are inserted into a pipe cavity of the pipe pile, the built-in vertical rod is vertically supported through the built-in supporting rod and the built-in supporting pressing plate, the pile cutting height can be controlled through the vertical positioning rod, grout in the cutting process is synchronously recycled through the grout recovery tank, the difficulty in pile cutting and positioning is reduced, and the site construction environment is protected.
Description
Technical Field
The invention relates to a construction method for integrally pouring a prestressed pipe pile by using a connected pile cap, which can effectively reduce the difficulty of pile cutting and pile cap construction, improve the field construction efficiency and protect the field construction environment, and is suitable for foundation treatment engineering of the prestressed pipe pile.
Background
With the rapid development of economy, the construction content of foundation engineering is more and more, and the construction technology of the prestressed pipe pile is widely applied and is continuously developed and matured in the construction process of infrastructure. However, when the construction process of the pile body and the pile cap is carried out, the construction is often carried out by pouring twice, and the problems of long construction time, high difficulty in pile cutting and positioning and the like exist.
In the prior art, a prefabricated hollow pile cap for a composite foundation and a fixing method thereof are provided, which are characterized in that: the prefabricated hollow pile cap for the composite foundation comprises a pile cap body formed by placing a steel mesh into concrete and pouring; the reinforcing steel bar net is a net structure with meshes formed by cross welding of a plurality of reinforcing steel bars; the pile cap body is provided with a stepped hole penetrating through the pile cap body; the stepped hole comprises a first-stage hole at the upper part of the pile cap body and a second-stage hole at the lower part of the pile cap body; the first stage orifice has an orifice cross-sectional profile dimension that is less than an orifice cross-sectional profile dimension of the second stage orifice; the second-stage hole is matched with the pile head of the hollow pile, so that when the pile cap body is arranged on the pile head, the pile head can extend into and be arranged in the second-stage hole; the pile cap body is also provided with a connecting structure which is used for extending into the hollow pile inner cavity. Although the construction method effectively improves the fixing strength of the pile cap body and the hollow pile and ensures the engineering quality, the construction method has improvements in the aspects of influence of construction on the external environment, construction difficulty in reducing the stability of the pipeline and the like.
In view of this, in order to effectively reduce the difficulty of the field construction of the connected pile cap pouring system and protect the construction environment, the invention of the construction method for integrally pouring the prestressed pipe pile by the connected pile cap, which can not only reduce the difficulty of the field construction and improve the construction efficiency, but also protect the surrounding environment, is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide the construction method for integrally pouring the prestressed tubular pile by the connected pile cap, which can not only reduce the difficulty of site construction, but also improve the construction efficiency and protect the construction environment.
The construction method for integrally pouring the prestressed pipe pile by the connected pile cap comprises the following construction steps:
1) construction preparation: carrying out field test to determine the plane position of the prestressed pipe pile and preparing materials and devices required by construction;
2) and (3) tubular pile driving construction: according to the position of the surveyed prestressed pipe pile, a guide sleeve and a pipe side supporting plate which are connected into a whole are arranged above the soil body between the piles, anchor bars of the supporting plate are inserted into the soil body between the piles, and a leveling cushion layer is arranged in a gap between the pipe side supporting plate and the soil body between the piles; a pipe side pressure weight is arranged on the upper surface of the pipe side supporting plate; external piling equipment is adopted to enable the prestressed pipe pile to pass through the guide sleeve and then to be inserted into the lower soil body;
3) and (3) annularly cutting off the pile top: inserting the built-in supporting pressure plate and the built-in vertical rod into a pipe cavity of the prestressed pipe pile, pressing down the built-in vertical rod, and jacking the built-in supporting pressure plate through a built-in supporting rod connected between the built-in supporting pressure plate and the built-in vertical rod to enable the built-in supporting pressure plate to be firmly connected with the inner side wall of the prestressed pipe pile; the top end of the built-in vertical rod is connected with the transverse position control groove through a rotating bearing, the adjustable cross beam is inserted into the transverse position control groove, the adjustable cross beam is connected with the transverse position control groove through a position control dowel pin, and the adjustable cross beam is connected with the vertical positioning rod through a vertical position adjusting dowel pin; a saw blade supporting plate is arranged on one side of the vertical positioning rod, the lower part of the saw blade supporting plate is connected with a cutting saw blade through a saw blade rotating shaft, the vertical heights of the vertical positioning rod and the cutting saw blade are adjusted according to the pile cutting height requirement, and the elastic expansion connecting plate is tightly attached and connected with the outer side wall of the prestressed pipe pile through elastic expansion ribs on one side of the vertical positioning rod; the external power machine drives the saw blade rotating shaft and the cutting saw blade to carry out cutting construction on the prestressed pipe pile, the cutting depth of the cutting saw blade is controlled through the position control studs, and the grout in the cutting process is synchronously recovered through the grout recovery groove at the bottom of the vertical positioning rod;
4) pile cap reinforcement cage laying: inserting a tube cavity suspension rod, a suspension bottom support plate and a tube cavity reinforcement cage which are connected into a whole into a tube cavity of the prestressed tubular pile, and arranging a tube cavity bag on the suspension bottom support plate; firstly, grouting into a tube cavity bag by external grouting equipment through a bag grouting pipe on the side wall of a tube cavity suspender to form a bag filling body; then pouring concrete into the cavity at the upper part of the cavity bag to form a cavity filling body; inserting an anchoring top plate into the soil between the piles, limiting the vertical height of the pile cap reinforcement cage through a reinforcement positioning bolt on the upper portion of the anchoring top plate, arranging a reinforcement positioning groove and a reinforcement positioning bolt which are connected outside the longitudinal reinforcement of the reinforcement cage, and limiting the position of the longitudinal reinforcement of the pile cap reinforcement cage through the combination of the reinforcement positioning groove and the reinforcement positioning bolt; arranging a pile top hoop at the periphery of the prestressed pipe pile, and connecting a hoop side support plate on the outer side wall of the pile top hoop with a pile cap steel reinforcement cage through a stiff connecting rib;
5) pile cap template erection: preparing a pile cap template formed by combining a first side mold, a second side mold and a third side mold, enabling two ends of the second side mold to be respectively and vertically connected with the first side mold and the third side mold, arranging a template bottom supporting plate at the bottom end of the pile cap template, and arranging a gap filling bag in a gap between the template bottom supporting plate and a soil body between piles; arranging a support bottom plate and a support upright post on the outer side of the first side mold, and connecting a template positioning bolt with a plate side connecting bolt on the outer side of the first side mold after passing through a support vertical plate; inserting a side die support rod into a connecting groove of a side die outer plate on the outer side wall of the third side die; connecting longitudinally connected third side molds into a whole through a connecting clamp and a clamp bolt, controlling the transverse position of the first side mold through a mold plate positioning bolt, limiting the transverse positions of the side mold support rod and the third side mold through a support rod plug plate on one side of the side mold support rod synchronously, pressurizing a filling bag through a bag connecting pipe on the top of the filling bag, and closing a gap between a pile cap template and a soil body between piles;
6) pouring concrete for the pile cap: a first lifting body and a second lifting body are arranged at the top end of the supporting upright column, a first scraping beam is arranged between the first lifting bodies with opposite mirror images, and a second scraping beam is arranged between the second lifting bodies with opposite mirror images; firstly, pouring pile cap concrete into a cavity formed by enclosing a pile cap template and soil bodies among piles through external concrete pouring equipment; and then the horizontal positions of the supporting beam connectors of the first slurry scraping body and the second slurry scraping body are respectively controlled by moving the inhaul cable to drive the slurry scraping vertical plates to scrape and level the pile cap concrete, and redundant concrete is stored into the residual slurry recycling box through the residual slurry recycling pipes at the slurry scraping vertical plates.
Preferably, the method comprises the following steps: step 2) the guide sleeve is formed by rolling a steel plate and is vertically welded with the pipe side supporting plate; the pipe side supporting plate is formed by rolling a steel plate, and the lower surface of the pipe side supporting plate is vertically welded and connected with the supporting plate anchor bars; the supporting plate anchor bars are formed by rolling steel pipes or steel bars; the pipe side pressure weight body adopts a sand bag or a concrete precast block.
Preferably, the method comprises the following steps: step 3) the built-in vertical rods are formed by rolling steel pipes or section steel and are rotatably hinged with the built-in support rods through the support rods; the built-in supporting rod is formed by rolling a steel pipe, and two ends of the built-in supporting rod are respectively hinged with the built-in vertical rod and the built-in supporting pressure plate through the supporting rod; the built-in supporting plate is formed by rolling a steel plate, the cross section of the built-in supporting plate is in a circular arc shape, the built-in supporting plate is connected with the built-in supporting rod in a rotating hinged mode through the supporting rod, and an auxiliary elastic expanding rib is arranged between the built-in supporting plate and the built-in vertical rod; the transverse position control groove is formed by rolling a steel plate, and a stud connecting hole connected with the position control stud is formed in the upper surface of the transverse position control groove; the vertical positioning rod is formed by rolling a screw rod, a slurry recovery groove, an elastic expansion support rib and a saw blade support plate are sequentially arranged from bottom to top facing the side of the pipe pile, and a flexible connecting plate is arranged between the slurry recovery groove and the prestressed pipe pile; the flexible connecting plate is formed by cutting a rubber sheet or a geomembrane, and the cross section of the flexible connecting plate is in an arc shape; the elastic expansion supporting rib adopts a spring, and two ends of the elastic expansion supporting rib are respectively connected with the elastic expansion connecting plate and the vertical positioning rod in a sticking way; the elastic expansion connecting plate is made of a steel plate or a rubber plate.
Preferably, the method comprises the following steps: step 4), the tube cavity suspender is formed by rolling a steel tube, and a bag grouting pipe is arranged on the side wall of the tube cavity suspender inserted into the tube cavity bag; the tube cavity bag is a closed cavity body formed by sewing a rubber sheet or a geomembrane; the bag filling body adopts self-compacting concrete or grouting material; the anchoring top plate is formed by rolling a steel plate, the cross section of the anchoring top plate is in a T shape, and the upper surface of the anchoring top plate is vertically welded and connected with the steel bar positioning bolt; the pile cap steel reinforcement cage is characterized in that the steel reinforcement positioning groove is formed by rolling a steel plate, the cross section of the steel reinforcement positioning groove is U-shaped, the inner diameter of the steel reinforcement positioning groove is 2-5 mm larger than the outer diameter of a longitudinal reinforcement of the pile cap steel reinforcement cage, and a position control bolt slot connected with a steel reinforcement position control bolt is arranged on the steel reinforcement positioning groove; the steel bar position control bolt is formed by rolling a screw or a steel bar.
Preferably, the method comprises the following steps: step 5) the pile cap template is an alloy template, a side-side connecting bolt and a side-mold outer plate are respectively arranged on the outer side walls of the first side mold and the third side mold, the side-side connecting bolt is connected with a template positioning bolt, and a hole for a side-mold support rod and a support rod plug plate to penetrate through is preset in the side-mold outer plate; a template lug plate is arranged at the longitudinal joint of the third side mold, and a hole connected with a clamp stud is arranged on the template lug plate; the joint filling bag is formed by sewing a rubber sheet or a geomembrane; the supporting bottom plate is formed by rolling a steel plate, and a supporting upright post and an oblique supporting bolt are arranged on the upper surface of the supporting bottom plate; the oblique supporting bolt comprises a screw rod and a nut, one end of the oblique supporting bolt is obliquely welded with the supporting base plate, the other end of the oblique supporting bolt is welded with the supporting vertical plate, and the fastening directions of the screw rods on the two sides of the nut are opposite.
Preferably, the method comprises the following steps: step 6) the first slurry scraping body and the second slurry scraping body respectively comprise a slurry scraping vertical plate, a lifting support beam and a support beam connector, elastic ribbon boards are arranged at two ends of the slurry scraping vertical plate, and the top end of the slurry scraping vertical plate is connected with the support beam connector in a welding manner; the supporting beam connecting body is formed by rolling a steel plate, the cross section of the supporting beam connecting body is in a T shape, and the side surface of the supporting beam connecting body is connected with the movable inhaul cable in a welding or binding mode; the lifting support beam is formed by rolling a steel plate, a connecting sliding chute with a T-shaped cross section is arranged along the longitudinal length of the lifting support beam, and the support beam connecting body moves in the connecting sliding chute; the residual slurry recovery box is formed by rolling a steel plate, is welded with the slurry scraping vertical plate and is communicated with the residual slurry recovery pipe.
The invention has the beneficial effects that:
(1) the driving direction of the tubular pile is controlled through the guide sleeve, and the stability of the guide sleeve can be improved by means of the tube side pressure weight body and the supporting plate anchor bars.
(2) The built-in supporting pressing plate and the built-in vertical rod are inserted into a pipe cavity of the pipe pile, the built-in vertical rod is vertically supported through the built-in supporting rod and the built-in supporting pressing plate, the pile cutting height can be controlled through the vertical positioning rod, grout in the cutting process is synchronously recycled through the grout recovery tank, the difficulty in pile cutting and positioning is reduced, and the site construction environment is protected.
(3) Inserting the tube cavity suspender, the suspension bottom support plate and the tube cavity reinforcement cage which are connected into a whole into the prestressed tube cavity, and pressing slurry into the tube cavity bag to form a bag filling body, so that the tube cavity sealing difficulty of the tubular pile is reduced; meanwhile, the vertical height of the pile cap reinforcement cage is limited through the reinforcement positioning bolt on the upper portion of the anchoring top plate, so that the vertical height of the pile cap reinforcement cage can be limited, and the connection between the pile cap reinforcement cage and the soil body between piles can be enhanced.
(4) The pile cap template is formed by combining a first side template, a second side template and a third side template, and a gap filling bag is arranged in a gap between the pile cap template and a soil body between piles, so that the connection strength between the template plates can be enhanced, and the supporting quality of the template plates can be improved; the transverse positions of the first side die are controlled through the die plate position correcting bolts respectively, and the transverse positions of the side die support rods and the third side die are limited through the support rod plug plates, so that the difficulty in supporting and positioning the die plate is reduced.
(5) The first scraping beam and the second scraping beam are controlled through the first lifting body and the second lifting body respectively, so that alternate scraping construction of first scraping slurry and second scraping slurry is realized; simultaneously, when the pile cap concrete top surface is strickleed off by scraping the slurry vertical plates, redundant concrete is stored in the residual slurry recycling box through the residual slurry recycling pipes, so that the difficulty of the concrete strickle-off construction is improved.
Drawings
FIG. 1 is a construction flow chart of the integrated casting pipe pile of the integrated pile cap of the invention;
FIG. 2 is a schematic view of a guide sleeve deployment configuration;
FIG. 3 is a schematic vertical section view of a prestressed pipe pile cutting device;
FIG. 4 is a schematic plan view of a prestressed pipe pile cutting device;
FIG. 5 is a schematic cross-sectional structure of a flexible connection segment;
FIG. 6 is a schematic diagram of a pile cap reinforcement cage arrangement structure;
FIG. 7 is a schematic view of a pile cap reinforcement cage supporting and fixing structure;
FIG. 8 is a top view of a pile cap form bracing structure;
FIG. 9 is an elevation view of a pile cap form erecting structure;
FIG. 10 is a schematic view of a pile cap concrete pouring screeding structure;
fig. 11 is a schematic view of the structure of the first slurry (second slurry).
Description of reference numerals: 1-a guide sleeve; 2-pipe side supporting plates; 3-inter-pile soil; 4-supporting plate anchor bars; 5-leveling the cushion layer; 6-pipe side pressure weight body; 7-a built-in supporting and pressing plate; 8-a built-in vertical rod; 9-prestressed pipe piles; 10-built-in stay bar; 11-a rotational bearing; 12-a transverse position control groove; 13-an adjustable beam; 14-position control pegs; 15-vertical positioning rod; 16-vertical positioning bolt; 17-a cutting saw blade; 18-elastic expansion supporting ribs; 19-elastically expanding the connecting plate; 20-saw blade rotating shaft; 21-a slurry recovery tank; 22-a lumen boom; 23-hanging a bottom supporting plate; 24-lumen reinforcement cage; 25-luminal capsular bag; 26-bladder grouting pipe; 27-capsular bag obturator; 28-a lumen obturator; 29-anchoring the top plate; 30-a steel bar positioning bolt; 31-pile cap reinforcement cage; 32-a steel bar positioning groove; 33-a steel bar position control bolt; 34-pile top hoop; 35-hoop side plates; 36-stiff connecting ribs; 37-a first side mold; 38-a second side mold; 39-third side form; 40-pile cap template; 41-template bottom supporting plate; 42-caulking pouch; 43-a support floor; 44-support columns; 45-template position correction bolt; 46-a support riser; 47-plate side connecting bolt; 48-side form brace rods; 49-side die outer plates; 50-connecting a clamp; 51-clamp pegs; 52-strut plug plate; 53-bladder connecting tube; 54-a first lifting body; 55-a second lifting body; 56-first scraping beam; 57-a second scraping beam; 58-pile cap concrete; 59-moving the cable; 60-a first doctoring body; 61-a second doctoring body; 62-a strut beam connector; 63-scraping a pulp vertical plate; 64-residual slurry recovery pipe; 65-residual slurry recycling tank; 66-stay bar pivot hinge; 67-auxiliary elastic expansion ribs; 68-stud attachment holes; 69-saw blade supporting plate; 70-a flexible web; 71-position control bolt slot; 72-template ear plate; 73-oblique supporting bolt; 74-lifting support beam; 75-elastic ribbon; 76-connecting runner.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Example one
Fig. 1 is a construction flow chart of the integrated pile cap casting tubular pile of the invention, and referring to fig. 1, the construction method of the integrated pile cap casting prestressed tubular pile comprises the following construction steps:
1) construction preparation: carrying out field test to determine the plane position of the prestressed pipe pile 9, and preparing materials and devices required by construction;
2) and (3) tubular pile driving construction: according to the position of a surveyed prestressed pipe pile 9, a guide sleeve 1 and a pipe side supporting plate 2 which are connected into a whole are arranged above an inter-pile soil body 3, supporting plate anchor bars 4 are inserted into the inter-pile soil body 3, and a leveling cushion layer 5 is arranged in a gap between the pipe side supporting plate 2 and the inter-pile soil body 3; a pipe side pressure weight body 6 is arranged on the upper surface of the pipe side supporting plate 2; external piling equipment is adopted to enable the prestressed pipe pile 9 to be inserted into the lower soil body after passing through the guide sleeve 1;
3) and (3) annularly cutting off the pile top: inserting the built-in supporting and pressing plate 7 and the built-in vertical rod 8 into a pipe cavity of the prestressed pipe pile 9, pressing down the built-in vertical rod 8, and pressing the built-in supporting and pressing plate 7 through the built-in supporting rod 10 connected between the built-in supporting and pressing plate 7 and the built-in vertical rod 8 so as to enable the built-in supporting and pressing plate 7 to be firmly connected with the inner side wall of the pipe pile; the top end of the built-in vertical rod 8 is connected with a transverse position control groove 12 through a rotating bearing 11, an adjustable cross beam 13 is inserted into the transverse position control groove 12, the adjustable cross beam 13 is connected with the transverse position control groove 12 through a position control stud 14, and the adjustable cross beam 13 is connected with a vertical positioning rod 15 through a vertical position adjusting stud 16; a saw blade supporting plate 69 is arranged on one side of the vertical positioning rod 15, the lower portion of the saw blade supporting plate 69 is connected with a cutting saw blade 17 through a saw blade rotating shaft 20, the vertical heights of the vertical positioning rod 15 and the cutting saw blade 17 are adjusted according to the pile cutting height requirement, and the elastic expansion connecting plate 19 is tightly attached and connected with the outer side wall of the prestressed pipe pile 9 through an elastic expansion supporting rib 18 on one side of the vertical positioning rod 15; the external power machine drives the saw blade rotating shaft 20 and the cutting saw blade 17 to perform cutting construction on the prestressed pipe pile 9, the cutting depth of the cutting saw blade 17 is controlled through the position control studs 14, and the slurry in the cutting process is synchronously recovered through a slurry recovery groove 21 at the bottom of the vertical positioning rod 15;
4) pile cap reinforcement cage laying: inserting a pipe cavity suspender 22, a hanging bottom bracing plate 23 and a pipe cavity reinforcement cage 24 which are connected into a whole into a pipe cavity of the pipe pile, and arranging a pipe cavity bag 25 on the hanging bottom bracing plate 23; firstly, grouting into a lumen bag 25 through a bag grouting pipe 26 on the side wall of a lumen suspender 22 by adopting external grouting equipment to form a bag filling body 27; then pouring concrete into the cavity at the upper part of the cavity bag 25 to form a cavity filling body 28; inserting an anchoring top plate 29 into an inter-pile soil body 3, limiting the vertical height of a pile cap reinforcement cage 31 through a reinforcement positioning bolt 30 on the upper portion of the anchoring top plate 29, arranging a reinforcement positioning groove 32 and a reinforcement positioning bolt 33 which are connected on the outer side of a longitudinal reinforcement of the reinforcement cage 31, and limiting the position of the longitudinal reinforcement of the pile cap reinforcement cage 31 through the combination of the reinforcement positioning groove 32 and the reinforcement positioning bolt 33; arranging a pile top hoop 34 at the periphery of the prestressed pipe pile 9, and connecting a hoop side supporting plate 35 on the outer side wall of the pile top hoop 34 with the pile cap reinforcement cage 31 through a stiff connecting rib 36;
5) pile cap template erection: preparing a pile cap template 40 formed by combining a first side mould 37, a second side mould 38 and a third side mould 39, enabling two ends of the second side mould 38 to be respectively and vertically connected with the first side mould 37 and the third side mould 39, arranging a template bottom supporting plate 41 at the bottom end of the pile cap template 40, and arranging a gap filling bag 42 in a gap between the template bottom supporting plate 41 and the soil body 3 between piles; a support bottom plate 43 and a support upright post 44 are arranged on the outer side of the first side die 37, and a template positioning bolt 45 is connected with a plate side connecting bolt 47 on the outer side of the first side die 37 after passing through a support vertical plate 46; inserting the side die stay bar 48 into the connecting groove of the side die outer plate 49 on the outer side wall of the third side die 39; the longitudinally connected third side moulds 39 are connected into a whole through a connecting clamp 50 and a clamp bolt 51, the transverse position of the first side mould 37 is controlled through a mould plate position correcting bolt 45, the transverse positions of the side mould support rods 48 and the third side mould 39 are synchronously limited through a support rod plug plate 52 on one side of the side mould support rods 48, then the filling bag 42 is pressurized through a bag connecting pipe 53 at the top of the filling bag 42, and the gap between the pile cap mould plate 40 and the soil body 3 between the piles is closed;
6) pouring concrete for the pile cap: a first lifting body 54 and a second lifting body 55 are arranged at the top end of the supporting upright column 44, a first scraping beam 56 is arranged between the first lifting bodies 54 which are opposite in mirror image, and a second scraping beam 57 is arranged between the second lifting bodies 55 which are opposite in mirror image; firstly, pouring pile cap concrete 58 into a cavity formed by enclosing the pile cap template 40 and the soil body 3 between the piles through external concrete pouring equipment; and then the horizontal positions of the supporting beam connecting bodies 62 of the first grout scraper 60 and the second grout scraper 61 are respectively controlled by moving the inhaul cable 59, the grout scraper vertical plate 63 is driven to carry out the construction of scraping the pile cap concrete 58, and the redundant concrete is stored into the grout recovery box 65 through the grout recovery pipe 64 at the grout scraper vertical plate 63.
Example two
Fig. 2 is a schematic diagram of a guide sleeve arrangement structure, fig. 3 is a schematic diagram of a vertical section of a prestressed pipe pile cutting device, fig. 4 is a schematic diagram of a plane of the prestressed pipe pile cutting device, fig. 5 is a schematic diagram of a cross-sectional structure of a flexible connection section, fig. 6 is a schematic diagram of a pile cap reinforcement cage arrangement structure, fig. 7 is a schematic diagram of a pile cap reinforcement cage supporting and fixing structure, fig. 8 is a top view of a pile cap formwork supporting structure, fig. 9 is a vertical view of the pile cap formwork supporting structure, fig. 10 is a schematic diagram of a pile cap concrete pouring and scraping structure, and fig. 11 is a schematic diagram of a first scraping body (second scraping body) structure. Referring to fig. 2 to 11, the integral pile cap is integrally poured into the prestressed pipe pile, and the driving direction of the prestressed pipe pile 9 is limited by the guide sleeve 1; the built-in vertical rods 8 are vertically supported through the built-in support rods 10 and the built-in support pressure plates 7, the pile cutting height can be controlled through the vertical positioning rods 15, and grout in the cutting process is synchronously recovered through the grout recovery tank 21; inserting a pipe cavity suspender 22, a suspension bottom bracing plate 23 and a pipe cavity reinforcement cage 24 which are connected into a whole into a pipe cavity of the pipe pile, and sealing the pipe cavity through a pipe cavity bag 25 and a bag filling body 27; the vertical height of a pile cap reinforcement cage 31 is limited by a reinforcement positioning bolt 30 on the upper part of an anchoring top plate 29; a gap filling bag 42 is arranged in the gap between the pile cap template 40 and the soil body 3 between the piles; positioning the pile cap template 40 through the template positioning plug 45 and the stay bar plug plate 52; the heights of the first scraping beam 56 and the second scraping beam 57 are controlled by the first elevating body 54 and the second elevating body 55, respectively, and the surplus concrete is stored by the surplus slurry recycling box 65.
The guide sleeve 1 is formed by rolling a steel plate with the thickness of 10mm, and the inner diameter of the guide sleeve is 60mm larger than the outer diameter of the tubular pile; 6 guide sleeves 1 are arranged on the pipe side supporting plate 2; the guide sleeve 1 is vertically welded and connected; the pipe side supporting plate 2 is formed by rolling a steel plate with the thickness of 10mm, and the lower surface of the pipe side supporting plate is vertically welded and connected with the supporting plate anchor rib 4; the supporting plate anchor bars 4 are formed by rolling steel pipes with the diameter of 60mm, and the length of the supporting plate anchor bars is 1 m.
The inter-pile soil body 3 is cohesive soil in a hard plastic state.
The leveling cushion layer 5 adopts medium coarse sand with the thickness of 50 mm.
The pipe side pressure weight body 6 adopts a sand bag or a concrete precast block.
The built-in vertical rod 8 is formed by rolling a steel pipe with the diameter of 60mm and is connected with the built-in stay bar 10 through a stay bar rotating hinge 66; the built-in support rod 10 is formed by rolling a steel pipe with the diameter of 30mm, and two ends of the built-in support rod are respectively connected with the built-in vertical rod 8 and the built-in support pressure plate 7 through a support rod rotating hinge 66; the stay rod rotating hinge 66 is a rotating spherical hinge with the diameter of 30 mm.
The built-in supporting plate 7 is formed by rolling a steel plate with the thickness of 3mm, the cross section of the built-in supporting plate is in a circular arc shape, the built-in supporting plate is connected with the built-in supporting rod 10 through a supporting rod rotating hinge 66, and an auxiliary elastic expanding rib 67 is arranged between the built-in supporting plate 7 and the built-in vertical rod 8; the auxiliary elastic expansion rib 67 is formed by rolling a spring with the diameter of 2 cm.
The external diameter of the prestressed pipe pile 9 is 500 mm.
The rotating bearing 11 is made of stainless steel, is sleeved on the top end of the built-in vertical rod 8 and is connected with the transverse position control groove 12 in a welding mode.
The transverse position control groove 12 is formed by rolling a steel plate with the thickness of 5mm, a stud connecting hole 68 connected with the position control stud 14 is arranged on the upper surface, and the aperture is 60 mm.
The adjustable beam 13 is formed by rolling a steel plate with the thickness of 10mm, the width of the adjustable beam is 20cm, and the height of the adjustable beam is 10 cm.
The position control pin 14 is formed by rolling a screw rod with the diameter of 50 mm.
The vertical positioning rod 15 is formed by rolling a screw rod with the diameter of 60mm, a slurry recovery groove 21, a spring expansion support rib 18 and a saw blade support plate 69 are sequentially arranged from bottom to top facing the side of the prestressed tubular pile 9, and a flexible connecting plate 70 is arranged between the slurry recovery groove 21 and the tubular pile; the flexible connecting plate 70 is formed by cutting a rubber sheet with the thickness of 2mm, and the cross section of the flexible connecting plate is in an arc shape; the elastic expansion supporting rib 18 is a spring with the diameter of 20m, and two ends of the elastic expansion supporting rib are respectively adhered and connected with the elastic expansion connecting plate 19 and the vertical positioning rod 15. The slurry recovery tank 21 is formed by rolling a steel plate having a thickness of 1mm, a depth of 0.2m, and a plane size of 0.5m × 0.5 m. The vertical positioning bolt 16 is a nut matched with the vertical positioning rod 15.
The cutting blade 17 is an alloy blade having a diameter of 300 mm. The blade supporting plate 69 is made of a steel plate with a thickness of 20 mm.
The elastic expansion connecting plate 19 is made of a rubber plate with the thickness of 1 cm.
The blade rotating shaft 20 is a rotating shaft matched with the cutting blade 17.
The tube cavity suspender 22 is formed by rolling a steel tube with the diameter of 30mm, and a bag grouting pipe 26 is arranged on the side wall of the tube cavity suspender 22 inserted into the tube cavity bag 25; the lumen capsule 25 is a closed cavity body sewed by a rubber sheet with the thickness of mm.
The hanging bottom supporting plate 23 is formed by rolling a steel plate with the thickness of 3mm and is connected with the tube cavity suspender 22 in a welding mode.
The tube cavity reinforcement cage 24 is formed by binding a threaded reinforcement with the diameter of 18mm and a smooth reinforcement with the diameter of 8 mm.
The bladder grouting pipe 26 is a steel pipe having a diameter of 60 mm.
The balloon filling body 27 and the lumen filling body 28 both adopt self-compacting concrete with the strength grade of C30.
The anchoring top plate 29 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the anchoring top plate is T-shaped, and the upper surface of the anchoring top plate is vertically welded and connected with the steel bar positioning bolt 30.
The steel bar positioning bolt 30 is formed by combining a screw rod and a bolt with the diameter of 30 mm.
The pile cap reinforcement cage 31 is formed by binding a threaded reinforcement with the diameter of 18mm and a smooth reinforcement with the diameter of 8 mm.
The steel bar positioning groove 32 is formed by rolling a steel plate with the thickness of 2mm, the cross section of the steel bar positioning groove is U-shaped, the inner diameter of the steel bar positioning groove is 5mm larger than the outer diameter of a longitudinal bar of the pile cap steel bar cage 31, and a position control bolt slot 71 connected with the steel bar position control bolt 33 is arranged on the steel bar positioning groove 32. The diameter of the position control bolt slot 71 is 8 mm.
The steel bar position control bolt 33 is formed by rolling a screw rod with the diameter of 6 mm.
The pile top hoop 34 is formed by rolling a steel plate with the thickness of 2 mm.
The hoop side supporting plate 35 is formed by rolling a steel plate with the thickness of 2 mm.
The stiff connecting ribs 36 are threaded steel bars with the diameter of 25mm, the bottom ends of the stiff connecting ribs are vertically welded with the hoop side supporting plates 35, and the top ends of the stiff connecting ribs are bound and connected with the pile cap steel reinforcement cage 31.
The pile cap template 40 comprises a first side die 37, a second side die 38 and a third side die 39, which are all steel templates with the thickness of 3 mm. A side connecting bolt 47 and a side die outer plate 49 are arranged on the outer side wall of the first side die 37 and the third side die 39, the side connecting bolt 47 is connected with a die plate alignment bolt 45, and a hole for inserting a side die support rod 48 and a support rod plug plate 52 is preset on the side die outer plate 49; a template ear plate 72 with a width of 4cm is arranged at the longitudinal joint of the third side die 39, and a hole connected with the clamp bolt 51 is arranged on the template ear plate 72. Stainless steel bolts having a diameter of 22mm are used for the board-side connection pins 47. The template position-correcting bolt 45 is formed by rolling a high-strength screw rod with the diameter of 30 mm; and nuts matched with the template positioning bolts 45 are adopted for the plate side connecting bolts 47.
The side mold stay bars 48 are steel pipes with the diameter of 60 mm.
The side die outer plate 49 is formed by rolling a steel plate with the thickness of 10mm, and holes for the side die support rods 48 and the support rod plug plates 52 to penetrate through are preset on the side die outer plate 49. The stay rod plug plate 52 is formed by rolling a steel plate with the thickness of 2 mm.
The template bottom supporting plate 41 is formed by rolling a steel plate with the thickness of 5mm and is vertically welded with the pile cap template 40.
The caulking bag 42 is sewn into a closed cavity using a 2mm thick sheet of rubber.
The supporting bottom plate 43 is formed by rolling a steel plate with the thickness of 10mm, and a supporting upright post 44 and an inclined supporting bolt 73 are arranged on the upper surface of the supporting bottom plate 43; the inclined support bolt 73 comprises a screw rod and a nut with the diameter of 20mm, one end of the inclined support bolt is obliquely welded with the support bottom plate 43, the other end of the inclined support bolt is welded with the support vertical plate 46, and the fastening directions of the screw rods on the two sides of the nut are opposite. The support post 44 is made of a steel pipe having a diameter of 100 mm.
The supporting vertical plates 46 are formed by rolling steel plates with the thickness of 10 mm.
The connecting jig 50 is made of a steel plate having a thickness of 3mm and has a U-shaped cross-section.
The clamp pin 51 is a pin having a diameter of 10 mm.
The bladder connecting pipe 53 is a steel pipe having a diameter of 60 mm.
The first elevating body 54 and the second elevating body 55 respectively employ hydraulic jacks having strokes of 10cm and 30 cm.
The first scraping beam 56 and the second scraping beam 57 are both rolled from H-shaped steel having a specification of 150 × 150 × 7 × 10.
The pile cap concrete 58 is cast with a strength grade of C30.
The movement cable 59 is a wire rope having a diameter of 20 mm.
The first slurry scraping body 60 and the second slurry scraping body 61 both comprise a slurry scraping vertical plate 63, a lifting support beam 74 and a support beam connector 62, elastic ribbon boards 75 are arranged at two ends of the slurry scraping vertical plate 63, and the top end of the slurry scraping vertical plate 63 is connected with the support beam connector 62 in a welding manner.
The supporting beam connector 62 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the supporting beam connector is T-shaped, and the side face of the supporting beam connector is connected with the movable inhaul cable 59 in a welding mode.
The slurry scraping vertical plate 63 is formed by rolling a steel plate with the thickness of 2 mm. The elastic strip 75 is cut from rubber having a thickness of 2 mm.
The residual slurry recycling pipe 64 is a steel pipe with the outer diameter of 60mm and the wall thickness of 2 mm.
The residual slurry recycling box 65 is formed by rolling a steel plate with the thickness of 1mm, and the volume is 0.5m3And is welded with the pulp scraping vertical plate 63 and communicated with the residual pulp recycling pipe 64.
The lifting support beam 74 is formed by rolling a steel plate with the thickness of 2mm, a connecting sliding groove 76 with a T-shaped cross section is arranged along the longitudinal length of the lifting support beam 74, and the support beam connecting body 62 moves in the connecting sliding groove 76. The connecting runner 76 is 3cm in height and 20cm in width.
Claims (6)
1. The construction method for integrally pouring the prestressed pipe pile by the connected pile cap is characterized by comprising the following construction steps of:
1) construction preparation: carrying out field test to determine the plane position of the prestressed pipe pile (9) and preparing materials and devices required by construction;
2) and (3) tubular pile driving construction: according to the position of a surveyed prestressed pipe pile (9), a guide sleeve (1) and a pipe side supporting plate (2) which are connected into a whole are arranged above an inter-pile soil body (3), supporting plate anchor bars (4) are inserted into the inter-pile soil body (3), and a leveling cushion layer (5) is arranged in a gap between the pipe side supporting plate (2) and the inter-pile soil body (3); a pipe side pressure body (6) is arranged on the upper surface of the pipe side supporting plate (2); external piling equipment is adopted to enable the prestressed pipe pile (9) to be inserted into the soil body at the lower part after passing through the guide sleeve (1);
3) and (3) annularly cutting off the pile top: inserting the built-in supporting and pressing plate (7) and the built-in vertical rod (8) into a pipe cavity of the prestressed pipe pile (9), pressing down the built-in vertical rod (8), and pressing the built-in supporting and pressing plate (7) through the built-in supporting rod (10) connected between the built-in supporting and pressing plate (7) and the built-in vertical rod (8) so that the built-in supporting and pressing plate (7) is firmly connected with the inner side wall of the prestressed pipe pile (9); the top end of the built-in vertical rod (8) is connected with the transverse position control groove (12) through a rotating bearing (11), the adjustable cross beam (13) is inserted into the transverse position control groove (12), the adjustable cross beam (13) is connected with the transverse position control groove (12) through a position control stud (14), and the adjustable cross beam (13) is connected with the vertical positioning rod (15) through a vertical position adjustment stud (16); a saw blade supporting plate (69) is arranged on one side of the vertical positioning rod (15), the lower part of the saw blade supporting plate (69) is connected with a cutting saw blade (17) through a saw blade rotating shaft (20), the vertical heights of the vertical positioning rod (15) and the cutting saw blade (17) are adjusted according to the pile cutting height requirement, and the elastic expansion connecting plate (19) is tightly attached to the outer side wall of the prestressed pipe pile (9) through an elastic expansion supporting rib (18) on one side of the vertical positioning rod (15); the cutting construction of the prestressed pipe pile (9) is carried out by driving a saw blade rotating shaft (20) and a cutting saw blade (17) through an external power machine, the cutting depth of the cutting saw blade (17) is controlled through a position control stud (14), and the slurry in the cutting process is synchronously recovered through a slurry recovery groove (21) at the bottom of a vertical positioning rod (15);
4) pile cap reinforcement cage laying: inserting a pipe cavity suspension rod (22), a suspension bottom support plate (23) and a pipe cavity reinforcement cage (24) which are connected into a whole into a pipe cavity of the prestressed pipe pile (9), and arranging a pipe cavity bag (25) on the suspension bottom support plate (23); firstly, external grouting equipment is adopted to perform grouting to a cavity bag (25) through a bag grouting pipe (26) on the side wall of a cavity suspender (22) to form a bag filling body (27); then pouring concrete into the cavity at the upper part of the cavity bag (25) to form a cavity filling body (28); inserting an anchoring top plate (29) into a soil body (3) between piles, limiting the vertical height of a pile cap reinforcement cage (31) through a reinforcement positioning bolt (30) at the upper part of the anchoring top plate (29), arranging a reinforcement positioning groove (32) and a reinforcement position control bolt (33) which are connected on the outer side of a longitudinal reinforcement of the reinforcement cage (31), and limiting the position of the longitudinal reinforcement of the pile cap reinforcement cage (31) through the combination of the reinforcement positioning groove (32) and the reinforcement position control bolt (33); arranging a pile top hoop (34) at the periphery of the prestressed pipe pile (9), and connecting a hoop side support plate (35) on the outer side wall of the pile top hoop (34) with a pile cap steel reinforcement cage (31) through a stiff connecting rib (36);
5) pile cap template erection: preparing a pile cap template (40) formed by combining a first side mold (37), a second side mold (38) and a third side mold (39), enabling two ends of the second side mold (38) to be respectively and vertically connected with the first side mold (37) and the third side mold (39), arranging a template bottom supporting plate (41) at the bottom end of the pile cap template (40), and arranging a gap filling bag (42) in a gap between the template bottom supporting plate (41) and a soil body (3) between piles; arranging a support bottom plate (43) and a support upright post (44) on the outer side of the first side die (37), and connecting a template positioning bolt (45) with a plate side connecting bolt (47) on the outer side of the first side die (37) after passing through a support vertical plate (46); inserting a side die support rod (48) into a connecting groove of a side die outer plate (49) on the outer side wall of the third side die (39); the longitudinally connected third side dies (39) are connected into a whole through a connecting clamp (50) and a clamp bolt (51), the transverse position of the first side die (37) is controlled through a die plate positioning bolt (45), the transverse positions of the side die support rods (48) and the third side dies (39) are synchronously limited through a support rod plug plate (52) on one side of each side die support rod (48), and then the filling bag (42) is pressurized through a bag connecting pipe (53) at the top of the filling bag (42) to close the gap between the pile cap template (40) and the soil body (3) between the piles;
6) pouring concrete for the pile cap: a first lifting body (54) and a second lifting body (55) are arranged at the top end of the supporting upright post (44), a first scraping beam (56) is arranged between the first lifting bodies (54) which are opposite in mirror image, and a second scraping beam (57) is arranged between the second lifting bodies (55) which are opposite in mirror image; firstly, pouring pile cap concrete (58) into a cavity formed by enclosing a pile cap template (40) and an inter-pile soil body (3) through external concrete pouring equipment; and then the horizontal positions of the supporting beam connecting bodies (62) of the first slurry scraping body (60) and the second slurry scraping body (61) are respectively controlled by moving the inhaul cable (59), a slurry scraping vertical plate (63) is driven to carry out the scraping construction of pile cap concrete (58), and redundant concrete is stored into a residual slurry recycling box (65) through a residual slurry recycling pipe (64) at the slurry scraping vertical plate (63).
2. The construction method of the one-piece pile cap integrated pouring prestressed pipe pile according to claim 1, characterized in that: step 2), the guide sleeve (1) is formed by rolling a steel plate and is vertically welded with the pipe side supporting plate (2); the pipe side supporting plate (2) is formed by rolling a steel plate, and the lower surface of the pipe side supporting plate is vertically welded and connected with the supporting plate anchor rib (4); the supporting plate anchor bars (4) are formed by rolling steel pipes or steel bars; the pipe side pressure weight body (6) adopts a sand bag or a concrete precast block.
3. The construction method of the one-piece pile cap integrated pouring prestressed pipe pile according to claim 1, characterized in that: step 3), the built-in vertical rod (8) is formed by rolling a steel pipe or section steel and is connected with the built-in stay bar (10) through a stay bar rotating hinge (66); the built-in support rod (10) is formed by rolling a steel pipe, and two ends of the built-in support rod are respectively connected with the built-in vertical rod (8) and the built-in support pressure plate (7) through a support rod rotating hinge (66); the built-in supporting pressure plate (7) is formed by rolling a steel plate, the cross section of the built-in supporting pressure plate is arc-shaped, the built-in supporting pressure plate is connected with the built-in supporting rod (10) through a supporting rod rotating hinge (66), and an auxiliary elastic expansion rib (67) is arranged between the built-in supporting pressure plate (7) and the built-in vertical rod (8); the transverse position control groove (12) is formed by rolling a steel plate, and a stud connecting hole (68) connected with the position control stud (14) is formed in the upper surface of the transverse position control groove; the vertical positioning rod (15) is formed by rolling a screw rod, a slurry recovery tank (21), a spring expansion support rib (18) and a saw blade support plate (69) are sequentially arranged from bottom to top facing the side of the pipe pile, and a flexible connecting plate (70) is arranged between the slurry recovery tank (21) and the prestressed pipe pile (9); the flexible connecting plate (70) is formed by cutting a rubber sheet or a geomembrane, and the cross section of the flexible connecting plate is in an arc shape; the elastic expansion supporting rib (18) adopts a spring, and two ends of the elastic expansion supporting rib are respectively connected with the elastic expansion connecting plate (19) and the vertical positioning rod (15) in a sticking way; the elastic expansion connecting plate (19) is made of a steel plate or a rubber plate.
4. The construction method of the one-piece pile cap integrated pouring prestressed pipe pile according to claim 1, characterized in that: step 4), the tube cavity suspender (22) is formed by rolling a steel tube, and a bag grouting pipe (26) is arranged on the side wall of the tube cavity suspender (22) inserted into the tube cavity bag (25); the lumen bag (25) is sewn into a closed cavity by adopting a rubber sheet or a geomembrane; the bag filling body (27) adopts self-compacting concrete or grouting material; the anchoring top plate (29) is formed by rolling a steel plate, the cross section of the anchoring top plate is T-shaped, and the upper surface of the anchoring top plate is vertically welded and connected with the steel bar positioning bolt (30); the steel bar positioning groove (32) is formed by rolling a steel plate, the cross section of the steel bar positioning groove is U-shaped, the inner diameter of the steel bar positioning groove is 2-5 mm larger than the outer diameter of a longitudinal bar of the pile cap steel bar cage (31), and a position control bolt slot (71) connected with a steel bar position control bolt (33) is arranged on the steel bar positioning groove (32); the steel bar position control bolt (33) is formed by rolling a screw or a steel bar.
5. The construction method of the one-piece pile cap integrated pouring prestressed pipe pile according to claim 1, characterized in that: step 5), the pile cap template (40) adopts an alloy template, a side-die connecting bolt (47) and a side-die outer plate (49) are respectively arranged on the outer side walls of the first side die (37) and the third side die (39), the side-die connecting bolt (47) is connected with a template positioning bolt (45), and a hole for a side-die supporting rod (48) and a supporting rod plug plate (52) to penetrate through is preset in the side-die outer plate (49); a template lug plate (72) is arranged at a longitudinal joint of the third side mold (39), and a hole connected with the clamp stud (51) is formed in the template lug plate (72); the joint filling bag (42) is formed by sewing a rubber sheet or a geomembrane; the support base plate (43) is formed by rolling a steel plate, and a support upright post (44) and an inclined support bolt (73) are arranged on the upper surface of the support base plate (43); the inclined support bolt (73) comprises a screw rod and a nut, one end of the inclined support bolt is obliquely welded with the support bottom plate (43), the other end of the inclined support bolt is welded with the support vertical plate (46), and the fastening directions of the screw rods on the two sides of the nut are opposite.
6. The construction method of the one-piece pile cap integrated pouring prestressed pipe pile according to claim 1, characterized in that: step 6), the first slurry scraping body (60) and the second slurry scraping body (61) comprise slurry scraping vertical plates (63), lifting support beams (74) and support beam connectors (62), elastic ribbon boards (75) are arranged at two ends of each slurry scraping vertical plate (63), and the top ends of the slurry scraping vertical plates (63) are connected with the support beam connectors (62) in a welding mode; the supporting beam connecting body (62) is formed by rolling a steel plate, the cross section of the supporting beam connecting body is T-shaped, and the side surface of the supporting beam connecting body is connected with the movable inhaul cable (59) in a welding or binding mode; the lifting support beam (74) is formed by rolling a steel plate, a connecting sliding groove (76) with a T-shaped cross section is arranged along the longitudinal length of the lifting support beam (74), and the support beam connecting body (62) moves in the connecting sliding groove (76); the residual slurry recycling tank (65) is formed by rolling a steel plate, the residual slurry recycling tank (65) is connected with the slurry scraping vertical plate (63) in a welding mode, and the residual slurry recycling tank (65) is communicated with the residual slurry recycling pipe (64).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114439291A (en) * | 2022-01-25 | 2022-05-06 | 中铁三局集团建筑安装工程有限公司 | Column type inspection pit cast-in-place concrete track stand column and construction method |
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| CN114439291B (en) * | 2022-01-25 | 2024-04-26 | 中铁三局集团建筑安装工程有限公司 | Column type inspection pit cast-in-place concrete track column and construction method |
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